BEHAVIOUR OF SKYBRIDGE ADJOINS RC BUILDING TOWERS UNDER WIND EFFECT OH JOL DIH UNIVERSITI TEKNOLOGI MALAYSIA
BEHAVIOUR OF SKYBRIDGE ADJOINS RC
BUILDING TOWERS UNDER WIND EFFECT
OH JOL DIH
UNIVERSITI TEKNOLOGI MALAYSIA
SSUUPPEERRVVIISSOORR’’SS DDEECCLLAARRAATTIIOONN
I hereby declare that I have read this project report and in my opinion this report is
sufficient in terms of scope and quality for the award of the degree of Master of
Engineering (Civil – Structure).
Signature :
Name of Supervisor : Assoc. Prof. Dr Abdul Kadir Marsono
Date :
BEHAVIOUR OF SKYBRIDGE ADJOINS RC BUILDING TOWERS
UNDER WIND EFFECT
OH JOL DIH
A project report submitted in partial fulfilment of the requirements for the award of
the degree of Master of Engineering (Civil – Structure)
Faculty of Civil Engineering
Universiti Teknologi Malaysia
NOVEMBER 2007
ii
SSTTUUDDEENNTT’’SS DDEECCLLAARRAATTIIOONN
I declare that this project report entitled “Behaviour of Skybridge adjoins RC
Building Towers under Wind Effect” is the result of my own research except as cited
in the references. The report has not been accepted for any degree and is not
concurrently submitted in candidature of any other degree.
Signature :
Name : Oh Jol Dih
Date : 9th November 2007
iii
To my beloved mother, father and husband
iv
AACCKKNNOOWWLLEEDDGGEEMMEENNTTSS
There is no doubt that this report could not have been completed without the
encouragement, patience, unselfish support, and love of my husband, H K Tan. I
wish to extend sincere thanks to him for his contribution in the completion of this
project.
I wish to thank my supervisor, Assoc. Prof. Dr. Abdul Kadir Marsono. I am
much indebted to him for his faith in this project and his guidance during these
periods.
Also, I am deeply grateful for the many hours of discussion and constructive
comments from my colleague, Mr. Ong Chaow Chiun.
Finally, I am grateful for the encouragement of my family members and
friends. Though they may not have directly help out in the analysis or the report
preparation, their mental support provides me the determination to complete the
analysis project and this report.
v
AABBSSTTRRAACCTTSS
The report entitled “Behaviour of Skybridge adjoins RC Building Towers
under Wind Effect” is to locate the most effective location of the skybridge in
connecting two building towers as well as the most effective skybridge
configurations. The skybridge in connecting more than a single building tower is
expected to replace the need for shear wall in providing lateral restraint and overall
stiffness to tall building for building towers of lower than 40 stories. In order to
achieve the goal, the modeling and analysis of the building towers and the skybridge
was accomplished using the MultiFrame software. The maximum horizontal
deflection of the building towers at the topmost level under serviceability limit state
was compared to determine the effectiveness of the skybridge in terms of location
and its configuration. On the whole, this report presents the discussion and the
results obtained from the research. In fact, the results obtained reveal that the
effectiveness of the skybridge increases with the increase in location relative to the
height of the building. Also, it is noticed that the most effective configuration is that
of the truss system. The truss system is indeed the most applied structural form in
the construction of bridges owing to its economical sections and ease of construction.
It is hoped that this research will contribute to the construction industry.
vi
AABBSSTTRRAAKK
Kertas kerja ini membincangkan kajian yang bertajuk “Behaviour of
Skybridge adjoins RC Building Towers under Wind Effect”. Objektif projek ini
adalah untuk mencari lokasi “skybridge” yang paling efektif dalam menghubungkan
dua bangunan tinggi berserta konfigurasi “skybridge” yang paling efektif.
“Skybridge” diharapkan dapat menggantikan dinding ricih dan dinding teras dalam
memberikan penahanan sisi dan keteguhan struktur bangunan bagi bangunan 40
tingkat atau lebih rendah apabila terdedah kepada beban angin mendatar. Untuk
mencapai objektif tersebut, model bangunan tinggi dan model “skybridge” dianalisis
dengan menggunakan program “Multiframe”. Pesongan ufuk bangunan yang paling
maksima pada aras tertinggi untuk had kebolehkhidmatan diperbandingkan untuk
menentukan lokasi dan konfigurasi “skybridge” yang paling efektif. Secara
keseluruhannya, keputusan analisis membuktikan bahawa lokasi “skybridge” yang
paling efektif adalah di lokasi yang tertinggi pada tingkat bangunan apabila
disamakan dengan ketinggian bangunan. Dalam lain kata, semakin tinggi lokasi
“skybridge”, semakin efektif dalam memberikan keteguhan kepada bangunan tinggi.
Selain itu, adalah didapati bahawa konfigurasi skybridge yang paling efektif
merupakan sistem “truss”. Sistem ini sememangnya kerap digunakan terutamanya
dalam pembinaan jambatan. Ini kerana sistem struktur ini adalah lebih ekonomi dan
mudah dibina. Secara umumnya, matlamat kajian ini agar dapat memberi
sumbangan kepada industri pembangunan yang sedang pesat membangun.
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TTAABBLLEE OOFF CCOONNTTEENNTTSS
CHAPTER TITLE PAGE
STUDENT’S DECLARATION ii
DEDICATION iii
ACKNOWLEDGEMENTS iv
ABSTRACT v
ABSTRAK vi
TABLE OF CONTENTS vii
LIST OF TABLES xiii
LIST OF FIGURES xiv
1 INTRODUCTION
1.1 Introduction 1
1.2 Aims and Objectives 2
1.3 Importance of Study 3
1.4 Scope and Limitation of Project 3
1.5 Epiloque of Reports 4
2 LITERATURE REVIEW
2.1 Introduction 6
2.2 Behaviour of High Rise Building 6
2.3 Structural Systems 7
2.4 Wind Effects 8
2.5 The Skybridge 9
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CHAPTER TITLE PAGE
2.6 Structural Analysis 10
2.6.1 Matrix Stiffness Method 11
2.6.2 Matrix Stiffness Method – The Pros
and Cons 12
2.7 Summary 12
3 METHODOLOGY
3.1 Introduction 13
3.2 Computer Modelling and Analysis – Multiframe 14
3.3. Preliminary Analyses 14
3.4 Computer Simulation – Initial Analyses 15
3.5 Computer Simulation – Final Analyses 15
3.6 Summary 16
4 THE ANALYSIS SPECIFICATIONS
AND PARAMETERS
4.1 Introduction 17
4.2 The Material 17
4.2.1 Concrete 18
4.2.2 Structural Steel 19
4.2.3 Concrete vs Steel 19
4.3 Structural Loads 20
4.3.1 Dead Load 21
4.3.2 Imposed Load 21
4.3.3 Wind Load 22
4.3.4 Structural Loads in the Analysis 22
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CHAPTER TITLE PAGE
4.4 Design Parameters 24
4.4.1 Material Properties 24
4.4.2 Cracking 25
4.4.3 Nominal Cover 25
4.4.4 Ultimate Limit State (ULS) – Design
Criteria 26
4.5 Structural Sizes 26
4.6 Deflection Limits 27
4.7 Assumptions in Analysis 28
4.8 Summary 29
5 TALL BUILDINGS
5.1 Introduction 30
5.2 Basic Definition 30
5.3 Single vs Multiple Building 31
5.4 The Building Towers (of the Analysis) 31
5.4.1 Structural System 33
5.5 Summary 34
6 THE SKYBRIDGE
6.1 Introduction 35
6.2 Bridge Basics 35
6.2.1 Arch Bridge 36
6.2.2 Truss Bridge 36
6.2.3 Suspension Bridge 39
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CHAPTER TITLE PAGE
6.3 The Skybridge (of the Analysis) 40
6.3.1 Reinforced Concrete Skybridge 40
6.3.2 Composite Skybridge 40
6.3.3 Truss Skybridge 41
6.4 Skybridge Structural System 42
6.5 Summary 42
7 ANALYSIS RESULTS
7.1 Introduction 44
7.2 Aspect Ratio of the Building Towers 44
7.3 Deflection Limits 45
7.4 30 Storeys RC Building Towers 45
7.4.1 Wind Forces in the Direction Parallel
to Longer Width of the Building Tower 46
7.4.2 Wind Forces in the Direction Parallel
to Shorter Width of the Building Tower 46
7.4.3 Wind Forces in the Diagonal Direction 47
7.5 40 Storeys RC Building Towers 48
7.5.1 Wind Forces in the Direction Parallel
to Longer Width of the Building Tower 48
7.5.2 Wind Forces in the Direction Parallel
to Shorter Width of the Building Tower 49
7.5.3 Wind Forces in the Diagonal Direction 50
7.6 Combination of 30 and 40-Storeys RC Building
Towers with Simple RC Beam-Slab Skybridge 51
7.6.1 Skybridge at Quarter-Height of 30 Storeys
Building Towers 52
xi
CHAPTER TITLE PAGE
7.6.2 Skybridge at Mid-Height of 30 Storeys
Building Towers 54
7.6.3 Skybridge at Three-Quarter-Height of 30
Storeys Building Towers 56
7.7 Combination of 30 and 40-Storeys RC Building
Towers with Composite Beam-Slab Skybridge 59
7.7.1 Skybridge at Quarter-Height of 30 Storeys
Building Towers 59
7.7.2 Skybridge at Mid-Height of 30 Storeys
Building Towers 61
7.7.3 Skybridge at Three-Quarter-Height of 30
Storeys Building Towers 64
7.8 Combination of 30 and 40-Storeys RC Building
Towers with Truss Skybridge 66
7.8.1 Skybridge at Quarter-Height of 30 Storeys
Building Towers with Rectangular Towers
Arrangement 66
7.8.2 Skybridge at Quarter-Height of 30 Storeys
Building Towers with Square Towers
Arrangement 68
7.8.3 Skybridge at Mid-Height of 30 Storeys
Building Towers with Rectangular Towers
Arrangement 72
7.8.4 Skybridge at Mid-Height of 30 Storeys
Building Towers with Square Towers
Arrangement 74
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CHAPTER TITLE PAGE
7.8.5 Skybridge at Three-Quarter-Height of 30
Storeys Building Towers with Rectangular
Towers Arrangement 77
7.8.6 Skybridge at Three-Quarter-Height of 30
Storeys Building Towers with Square
Towers Arrangement 78
7.8.7 Skybridge at Three Locations-
Simultaneously With Rectangular
Towers Arrangement 82
7.8.8 Skybridge at Three Locations-
Simultaneously With Square Towers
Arrangement 84
7.9 Summary 88
8 DISCUSSION OF RESULTS
8.1 Introduction 90
8.2 Behaviour of Building Towers 90
8.3 Location of Skybridge 91
8.4 Skybridge Configurations 94
8.5 Summary 94
9 CONCLUSIONS AND RECOMMENDATIONS 96
REFERENCES 98
APPENDIX 100
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LLIISSTT OOFF TTAABBLLEESS
TABLE NO. TITLE PAGE
4.1 Self-Weight and Superimposed Dead Load 22
4.2 Imposed Load 23
4.3 Wind Load on 30 Storeys Building Towers 23
4.4 Wind Load on 30 Storeys Building Towers 24
4.5 Material Properties 24
4.6 Nominal Cover for Various Structural Elements 25
4.7 Tabulation of Beam Details 27
4.8 Tabulation of Column Details 27
7.1 Summary of Deflection Results for All Skybridge
Configurations 89
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LLIISSTT OOFF FFIIGGUURREESS
FIGURE NO. TITLE PAGE
5.1 Plan Elevation of Building Towers of the Analysis 32
5.2 Front Elevation of 30 Storeys Building Towers 32
5.3 3D Views of 30 Storeys Building Towers 33
6.1 Various Form of Arch Bridges 36
6.2 Kingpost Truss and Queen Post Truss 37
6.3 Multiple Kingpost Truss and Howe Truss 38
6.4 Pratt Trusses 38
6.5 Warren Truss 39
6.6 Suspension and Cable-Stayed Bridge 39
6.7 2D View of the Reinforced Concrete and Composite
Skybridge of the Analysis 43
6.8 2D View of the Truss Skybridge of the Analysis 43
7.1 Deflection Shape of 30 Storeys Building Towers
Subject to Lateral Forces acting in the Parallel Direction
To the Longer Direction of Building (a) 2D View
(b) 3D View 46
7.2 Deflection Shape of 30 Storeys Building Towers
Subject to Lateral Forces acting in the Parallel Direction
To the Shorter Direction of Building (a) 2D View
(b) 3D View 47
7.3 The Deflection of 30 Storeys Building Towers under
Serviceability Limit State of 1.0Dead Load + 0.8 Imposed
Load + 0.8 Wind Load with Wind Forces from Diagonal
Direction 48
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FIGURE NO. TITLE PAGE
7.4 Deflection Shape of 40 Storeys Building Towers Subject
to Lateral Forces acting in the Parallel Direction to the
Longer Direction of Building (a) 2D View (b) 3D View 49
7.5 Deflection Shape of 40 Storeys Building Towers
Subject to Lateral Forces acting in the Parallel Direction
To the Shorter Direction of Building (a) 2D View
(b) 3D View 50
7.6 The Deflection of 40 Storeys Building Towers under
Serviceability Limit State of 1.0Dead Load + 0.8 Imposed
Load + 0.8 Wind Load with Wind Forces from Diagonal
Direction 51
7.7 3D View of the Building Towers with the inclusion of
Skybridge at Quarter-Height to the 30 Storeys Building
- RC Beam-Slab System 52
7.8 Deflection Shape of the Building Towers Subject to
Lateral Forces acting in the Parallel Direction to the
Longer Width of Building – RC Beam-Slab System 52
7.9 Deflection Shape of the Building Towers Subject to
Lateral Forces acting in the Normal Direction to the
Longer Width of Building – RC Beam-Slab System 53
7.10 3D View of the Building Towers with the inclusion of
Skybridge at Mid-Height to the 30 Storeys Building
- RC Beam-Slab System 54
7.11 Deflection Shape of the Building Towers Subject to
Lateral Forces acting in the Parallel Direction to the
Longer Sides of Building – RC Beam-Slab System 55
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FIGURE NO. TITLE PAGE
7.12 Deflection Shape of the Building Towers Subject to
Lateral Forces acting in the Normal Direction to the
Longer Sides of Building – RC Beam-Slab System 56
7.13 3D View of the Building Towers with the inclusion of
Skybridge at Three-Quarter Height to the 30 Storeys
Building Tower - RC Beam-Slab System 57
7.14 Deflection Shape of the Building Towers Subject to
Lateral Forces acting in the Parallel Direction to the
Longer Sides of Building – RC Beam-Slab System 58
7.15 Deflection Shape of the Building Towers Subject to
Lateral Forces acting in the Normal Direction to the
Longer Sides of Building Towers in 2D and 3D – RC
Beam-Slab System 58
7.16 3D View of the Building Towers with the inclusion of
Skybridge at Quarter-Height to the 30 Storeys Building
- Composite System 59
7.17 Deflection Shape of the Building Towers Subject to
Lateral Forces acting in the Parallel Direction to the
Longer Width of Building – Composite System 60
7.18 Deflection Shape of the Building Towers Subject to
Lateral Forces acting in the Normal Direction to the
Longer Width of Building – Composite System 61
7.19 3D View of the Building Towers with the inclusion of
Skybridge at Mid-Height to the 30 Storeys Building
- Composite System 62
xvii
FIGURE NO. TITLE PAGE
7.20 Deflection Shape of the Building Towers Subject to
Lateral Forces acting in the Parallel Direction to the
Longer Sides of Building – Composite System 63
7.21 Deflection Shape of the Building Towers Subject to
Lateral Forces acting in the Normal Direction to the
Longer Sides of Building – Composite System 63
7.22 3D View of the Building Towers with the inclusion of
Skybridge at Three-Quarter Height to the 30 Storeys
Building Tower - Composite System 64
7.23 Deflection Shape of the Building Towers Subject to
Lateral Forces acting in the Parallel Direction to the
Longer Sides of Building – Composite System 65
7.24 Deflection Shape of the Building Towers Subject to
Lateral Forces acting in the Normal Direction to the
Longer Sides of Building Towers in 2D and 3D –
Composite System 65
7.25 3D View of the Building Towers with the inclusion of
Skybridge at Quarter-Height to the 30 Storeys Building
- Truss System 66
7.26 Deflection Shape of the Building Towers Subject to
Lateral Forces acting in the Parallel Direction to the
Longer Sides of Building – Truss System 67
7.27 Deflection Shape of the Building Towers Subject to
Lateral Forces acting in the Normal Direction to the
Longer Sides of Building – Truss System 68
7.28 2D and 3D View of the Building Towers of Square
Arrangement with the inclusion of Skybridge at Quarter-
Height to the 30 Storeys Building – Truss System 69
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FIGURE NO. TITLE PAGE
7.29 Deflection Shape of the Building Towers of Square
Arrangement Subject to Lateral Forces acting in the
Parallel Direction to the Longer Sides of Building
– Truss System (a) 30 Storeys (b) 40 Storeys 70
7.30 Deflection Shape of the Building Towers of Square
Arrangement Subject to Lateral Forces acting in the
Normal Direction to the Longer Sides of Building
– Truss System (a) 30 Storeys (b) 40 Storeys 71
7.31 3D View of the Building Towers with the inclusion of
Skybridge at Mid-Height to the 30 Storeys Building
- Truss System 72
7.32 Deflection Shape of the Building Towers Subject to
Lateral Forces acting in the Parallel Direction to the
Longer Sides of Building – Truss System 73
7.33 Deflection Shape of the Building Towers Subject to
Lateral Forces acting in the Normal Direction to the
Longer Sides of Building – Truss System (a) 2D View
(b) 3D View 74
7.34 2D and 3D View of the Building Towers of Square
Arrangement with the inclusion of Skybridge at
Mid-Height to the 30 Storeys Building - Truss System 75
7.35 Deflection Shape of the Building Towers of Square
Arrangement Subject to Lateral Forces acting in the
Parallel Direction to the Longer Sides of Building
– Truss System (a) 30 Storeys (b) 40 Storeys 75
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FIGURE NO. TITLE PAGE
7.36 Deflection Shape of the Building Towers of Square
Arrangement Subject to Lateral Forces acting in the
Normal Direction to the Longer Sides of Building
– Truss System (a) 30 Storeys (b) 40 Storeys 76
7.37 Deflection Shape of the Building Towers Subject to
Lateral Forces acting in the Parallel Direction to the
Longer Sides of Building – Truss System 77
7.38 Deflection Shape of the Building Towers Subject to
Lateral Forces acting in the Normal Direction to the
Longer Sides of Building – Truss System (a) 2D View
(b) 3D View 78
7.39 2D and 3D View of the Building Towers of Square
Arrangement with the inclusion of Skybridge at
Three-Quarter Height to the 30 Storeys Building - Truss
System 79
7.40 Deflection Shape of the Building Towers of Square
Arrangement Subject to Lateral Forces acting in the
Parallel Direction to the Longer Sides of Building
– Truss System (a) 30 Storeys (b) 40 Storeys 80
7.41 Deflection Shape of the Building Towers of Square
Arrangement Subject to Lateral Forces acting in the
Normal Direction to the Longer Sides of Building
– Truss System (a) 30 Storeys (b) 40 Storeys 81
7.42 2D and 3D View of the Building Towers of Rectangular
Arrangement with the inclusion of Skybridge at
Three Locations Simultaneously - Truss System 82
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FIGURE NO. TITLE PAGE
7.43 Deflection Shape of the Building Towers of Rectangular
Arrangement Subject to Lateral Forces acting in the
Parallel Direction to the Longer Sides of Building
– Truss System (a) 30 Storeys (b) 40 Storeys 82
7.44 Deflection Shape of the Building Towers of Rectangular
Arrangement Subject to Lateral Forces acting in the
Normal Direction to the Longer Sides of Building
– Truss System (a) 30 Storeys (b) 40 Storeys 84
7.45 2D and 3D View of the Building Towers of Square
Arrangement with the inclusion of Skybridge at
Three Locations Simultaneously - Truss System 85
7.46 Deflection Shape of the Building Towers of Square
Arrangement Subject to Lateral Forces acting in the
Parallel Direction to the Longer Sides of Building
– Truss System (a) 30 Storeys (b) 40 Storeys 86
7.47 Deflection Shape of the Building Towers of Square
Arrangement Subject to Lateral Forces acting in the
Normal Direction to the Longer Sides of Building
– Truss System (a) 30 Storeys (b) 40 Storeys 87
8.1 Deflection Shape of the Building Towers Subject to
Lateral Forces 91
8.2 Graph of Horizontal Deflection Against Building Height
For Various Locations of Truss Skybridge 93
CHAPTER 1
IINNTTRROODDUUCCTTIIOONN
1.1 Introduction
Generally, high-rise or tall building refers to building in which its height
creates different conditions in the design, construction and usage compared to the
conventional structures. In other words, high-rise or tall building refers to any
vertical construction for which the wind effects are much more significant and are
greatly emphasized compared to its structural weight or the imposed load imposed on
the structure.
Today, the numbers of high-rise building are increasing expeditiously with
the rapid pace of development in social and economic sectors. Besides, high-rise
buildings are an increasingly common sight where land is scarce, as in the centres of
big cities, because of the high ratio of rentable floor space per area of land. It also
serves as an ultimate symbols of a city's economic power or a distinguish landmark
such as the Petronas Twin Towers in Malaysia and the The Arch in Hong Kong.
Over the years, the developments in concrete high-rise buildings have
undergone dramatic evolutionary changes. Simple structural systems such as shear
wall buildings have now been transformed to various structural systems suitable for
all types of building functions, i.e. residential or commercial buildings. However,
several reviews paper reveals that frame buildings that rely on predominant
2
Vierandeel frame action is suitable only up to about 10 to 20 stories. Beyond
this height, combination of structural systems is required to provide lateral stiffness
and strength to the entire building.
1.2 Aim And Objectives
Structural engineering is in fact the field of civil engineering particularly
concerned with the design of complex structural systems such as buildings, bridges,
retaining walls, dams and tunnels. Therefore, it is the responsibility of the structural
engineers to ensure that their designs satisfy a given design intent predicated on
safety and on serviceability (i.e. floor vibration and building sway are not
uncomfortable to occupants). Safety in this context refers to the fact that the
structures do not collapse without due warning whereas serviceability refers to the
comfort of the occupants with respect to floor vibration and building sway. In
addition, structural engineers are responsible for making efficient use of funds and
materials to achieve these over-arching goals.
In view of this responsibility and the increasing demand of high rise
construction, this analysis project study on the consequences of the inclusion of
skybridge in adjoining building towers under wind effect. As mentioned in the
preceeding Section 1.1, combination of structural systems is required to provide
lateral stiffness and strength to the entire building for buildings exceeding 20 stories.
For that reason, this project is aimed to investigate the feasibility of skybridge
structures in providing lateral stiffness to the frame buildings and thus the possibility
to eliminate the need to construct shear or core wall in buildings of up to 40 stories
height.
On the whole, the proposed research aims at studying the wind effect on a
thirty storeys and a forty storeys building structures of merely frame system without
combinations of other structural system such as shear wall, core wall, etc. Also, the
behaviour of the skybridge under wind effect from various directions are monitored
3
and analysed. Next, the behaviour of the overall building structure with the inclusion
of the skybridge under wind effect are studied. The effect arises from the various
configurations of the skybridge as well as under various load conditions are also
analysed. All these study would lead to achieving the goal of this research which is
the study of the effectiveness of location of the skybridge in controlling the overall
structure against allowable drift in a frame structure.
1.3 Importance Of Study
The importance of this project is to reduce the construction cost and duration
by eliminating the construction of the shear or core wall in building towers of less
than 40 stories height with the substitution of a skybridge. As the skybridge can be
pre-casted or pre-assemble prior to installation at site, this will reduce the
construction time length. Besides, the skybridge can serve as passageways between
two or more connected buildings and at the same time, allows vehicular passage
beneath the skybridge. This is particulary useful especially at project sites with area
limitations.
1.4 Scope And Limitation Of Project
In this analysis, it is assumed that the structural members and structural
arrangements are ideal in transferring vertical loads. Therefore, only lateral loads
play the most significant part throughout the analysis with the wind speed at 80km/hr
– a requirement for serviceability check. Apart from that, the analysis considered
only building of 30 storeys and 40 storeys in height. The towers were then
connected by the skybridge at three different locations, at quarter-height, mid-height
and three-quarter height. In addition to that, the analysis was also accomplished with
three skybridge simultaneously link the building towers to study the difference in
their behaviour under wind effect and the influence on the building towers. In terms
of the skybridge configurations, the analysis was carried out using the reinforced
4
concrete continuous beam-slab system, the composite system with steel beams and
concrete slabs as well as the truss system.
In general, the frame system modelled in the analysis composed of columns
and beams only. On the other hand, secondary elements such as slabs, brickwall and
staircase could be modelled as bracing to the frame structure. Nevertheless, this was
not carried out due to the limitations of the capability of the software, Multiframe.
The software has limitations to the virtual memory and thus restrict the structural
analysis and the inputs.
1.5 Epiloque Of Reports
In general, the subsequent chapters and sections would introduce the reader to
the thesis proposal entitled “Behaviour of Skybridge Adjoins RC Building Towers
under Wind Effect”. Overall, this project report consists of nine chapters.
Chapter 1 of the report is the introduction to the research project. Also
included in this chapter is the aims and objectives of the research, the importance of
the study as well as the scope and limitation of the project.
Subsequently, Chapter 2 covers the literature review of the research which
includes the behaviour of high rise building, structural systems, wind effects, the
skybridge and finally, the structural analysis.
On the other hand, Chapter 3 describes the methodology carried out in
completing the research. This includes the description of the computer modeling and
analysis of Multiframe, the preliminary analyses, the computer simulation of initial
and final analysis.
5
In Chapter 4, the analysis specifications and parameters are discussed herein.
This includes the material of construction, the various structural loads, the design
parameters, the structural sizes, the deflection limits and the assumptions made in the
analysis.
Chapter 5 and Chapter 6 introduce tall building and the skybridge briefly and
also explain on the building towers and skybridge analysed in this proposed research.
Finally, Chapter 7, Chapter 8 and Chapter 9 illustrate, discuss and conclude
the findings obtained from the research. Additionally, Chapter 9 included
recommendations for future research.